CN109706931B - Design and construction method for side formwork of thick and large concrete structure - Google Patents
Design and construction method for side formwork of thick and large concrete structure Download PDFInfo
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Abstract
The invention relates to the field of crossing of building template design and construction, in particular to a design and construction method of a side template of a thick and large concrete structure, which comprises the following steps: firstly, determining a template system calculation model; secondly, determining the axial tension of the split bolt; thirdly, determining the material of a stressed member of the template system; checking and calculating the bearing capacity of the panel; fifthly, checking and calculating the bearing capacity of the secondary arris; sixthly, checking and calculating the bearing capacity of the main edge; seventhly, checking and calculating the bearing capacity of the split bolt; eighthly, rechecking and checking the tensile strength of the structural steel bar; ninth, manufacturing a template; tenth, manufacturing a main ridge; eleven, manufacturing a bolt and a base plate thereof; twelfth, bolt connection; thirteen, positioning and fixing the template; and fourteen, pouring concrete. The invention not only greatly reduces the using amount of the split bolts of the template, but also can solve the key technical problems of large construction difficulty and long construction period, and utilizes the lateral pressure of the concrete to establish the prestress of the structural reinforcing bars, offset the partial shrinkage stress of the large-volume concrete and realize the purpose of inhibiting the cracking of the large-volume concrete structure.
Description
Technical Field
The invention provides a design and construction method of a side formwork of a thick and large concrete structure, belongs to the technical field of crossing of building formwork design and construction, and is suitable for design and construction of side formworks of thick and large concrete structures such as an equipment foundation, an independent pile cap, a plate type structure conversion layer, a medical radiation-proof equipment room top plate and the like.
Background
With the rapid development of the building technology in China, concrete structures such as an equipment foundation, an independent pile cap, a plate-type structure conversion layer, a medical radiation-proof equipment room top plate and the like are more and more, and the thickness is generally in the range of 1.5 mm-5.0 m. But a scientific design and construction method for the side formwork of the thick and large concrete structure is lacked at present, the side formwork of the thick and large concrete is usually fixed by using split bolts with horizontal and vertical intervals of 0.4-0.6 m and penetrating through the horizontal section of the concrete, so that the consumption of the split bolts is huge, the construction difficulty is high, and the construction period is long; or the steel truss is adopted to fix the thick and large concrete side template, so that the comprehensive construction cost is greatly increased, and the deformation value of the thick and large concrete side template is out of limit, thereby becoming a national template design and construction technical problem to be solved urgently.
Disclosure of Invention
To solve the above technical problems, the present invention aims to: the design and construction method of the side formwork of the thick and large concrete structure is provided, the structural steel bars and the short bolts are connected to form the split bolts of the thick and large concrete side formwork, which is 1/500 of the total steel consumption of the split bolts in the traditional technology, not only can solve the key technical problems of large construction difficulty and long construction period, but also can utilize the pressure action of the concrete side to establish the prestress of the structural steel bars, offset the partial shrinkage stress of the large-volume concrete and realize the purpose of inhibiting the cracking of the large-volume concrete structure; the key technical problem that the strength and the rigidity of the ultra-large span main edge can not meet the requirements is solved by adopting two parallel channel steels; the template system can be processed in a factory, is constructed in an on-site assembly mode, is simple to operate, high in construction efficiency and stable and reliable in quality, meets the requirements of complementary advantages, energy conservation, consumption reduction and green construction, and has wide popularization and application prospects and remarkable social and economic benefits.
The technical scheme adopted by the invention for solving the technical problem is as follows:
the design and construction method of the side formwork of the thick and large concrete structure comprises the following steps:
firstly, determining a template system calculation model:
1.1, determining the arrangement direction and the distance of the secondary ridges and the main ridges:
the secondary edges are horizontally arranged, and the spacing is 200-250 mm; the main ridges are vertically arranged, the spacing is 400-600 mm, and the main ridges are coordinated with the horizontal spacing multiple of the structural steel bars;
1.2, determining a panel calculation model:
the panel takes a secondary ridge as a support, and a calculation model is determined according to a three-span equal-span continuous beam;
1.3, determining a secondary ridge calculation model:
the secondary ridges take the main ridges as supports, and a calculation model is determined according to the three-span equal-span continuous beam;
1.4, determining a main ridge calculation model:
the main beam takes a split bolt as a support, and when no structural steel bar exists in the middle of the vertical direction of the concrete, a calculation model is determined according to the simply supported beam; when a row of structural steel bars are arranged in the vertical middle part of the concrete, determining a calculation model according to a two-span equal-span continuous beam; when two or more rows of structural steel bars are arranged in the vertical middle part of the concrete, determining a calculation model according to the three-span equal-span continuous beam;
1.5, determining the once pouring thickness of concrete:
the primary pouring thickness of the concrete is determined according to 1.0-2.0 m;
secondly, determining the axial tension of the split bolt:
2.1, determining the space between the split bolts:
the horizontal spacing of the split bolts is equal to the spacing of the main ridges, and the vertical spacing of the split bolts is equal to the vertical spacing of the structural steel bars;
2.2, determining the axial tension of the split bolt:
when the main edge is a simply supported beam, determining the axial tension of the split bolt according to the counter-force of the support of the main edge; when the main edge is a two-span equal-span continuous beam, determining the axial tension of the split bolt according to the sum of the absolute values of the left and right shearing forces of the middle support of the main edge; when the main edge is a three-span equal-span continuous beam, determining the axial tension of the split bolt according to the sum of the absolute values of the left and right shearing forces of the second support of the main edge;
thirdly, determining the material of a stressed member of the template system:
adopting a bamboo plywood panel, square wood secondary ridges, Q235-grade channel steel main ridges, a backing plate, HRB 400-grade bolts and nuts;
checking and calculating the bearing capacity of the panel:
4.1, calculating a panel side pressure standard value: gk＝γcH；
In the formula: gk-standard value of panel side pressure, in KN/m2；
γcConcrete unit weight, taking 24KN/m3；
H, the thickness of the concrete poured at one time is unit m;
4.2, calculating a design value of uniformly distributed load of the panel: q. q.sm＝(γGGk+γQQk)B；
In the formula: q. q.sm-design value of load uniformly distributed on the panel, unit KN/m;
γG-panel side pressure polynomial coefficient, 1.2;
Gk-standard value of panel side pressure, in KN/m2；
γQ-the horizontal load component coefficient generated by pouring the concrete is taken as 1.4;
Qkstandard value of horizontal load produced by pouring concrete, in KN/m2；
B, a panel calculation unit, wherein the thickness is 1000 mm;
4.3 checking calculation of bending strength of panel
Calculating the maximum bending moment of the panel:
and (3) checking and calculating the bending strength of the panel: sigma1＝M1max/W1≤[σ1]；
In the formula: m1max-maximum bending moment value of the panel, in units of KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qm-design value of load uniformly distributed on the panel, unit KN/m;
lm-panel span, in m;
σ1calculated bending strength of the panel in N/mm2；
W1-panel section moment of resistance, in mm3；
[σ1]Design value of bending strength of panel in N/mm2；
4.4, checking and calculating panel deflection: omega1max＝(Kw3qmlm 4)/(100E1I1)≤[ω1]；
In the formula: omega1max-calculated maximum deflection of the panel in mm;
Kw3the deflection coefficient of the three-span equal-span continuous beam is 0.677;
qm-design value of load uniformly distributed on the panel, unit KN/m;
lm-panel span, in mm;
E1modulus of elasticity of the panel, in N/mm2；
I1Moment of inertia in unit mm for panel section4；
[ω1]-the value of permissible panel deflection is taken from lm400, unit mm;
fifthly, checking and calculating the bearing capacity of the secondary arris:
5.1, calculating the design value of the uniform distribution load of the secondary ridges: q. q.sc＝(γGGk+γQQk)a；
In the formula: q. q.sc-designing the load distribution of the secondary ridges in KN/m;
γG-panel side pressure polynomial coefficient, 1.2;
Gk-standard value of panel side pressure, in KN/m2；
γQ-the horizontal load polynomial coefficient generated by pouring concrete is taken as 1.4;
Qkstandard value of horizontal load produced by pouring concrete, in KN/m2；
a-the lenz spacing, unit m;
5.2 checking calculation of bending strength of inferior arris
Calculating the maximum bending moment of the secondary arris: m2max＝KM3qclc 2；
Checking and calculating the bending strength of the inferior arris: sigma2＝M2max/W2≤[σ2]；
In the formula: m2max-maximum moment of stiffness in KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
σ2calculated value of once-corrugation bending strength in N/mm2；
W2Moment of resistance of sub-corrugation cross section in mm3；
[σ2]Design value of bending strength of minor flute in unit of N/mm2；
5.3, checking and calculating the shear strength of the secondary corrugation:
maximum shear design value of minor edge: v is KV3 leftqclc；
The shear strength of the inferior corrugation is calculated according to the following formula that tau is equal to (3V/2bh) and is less than or equal to fV；
In the formula: v is a maximum shear design value of the minor edge, unit KN;
Kv3 leftTaking 0.6 as the left shear coefficient of the second support of the three-span equal-span continuous beam;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
design value of tau-concha shear stress in N/mm2；
b-the width of the section of the secondary arris in mm;
h-the height of the section of the secondary edge in mm;
fVdesign value of shear strength of minor fillet in N/mm2；
5.4, checking and calculating the sub-corrugation deflection: omega2max＝(Kw3qclc 4)/(100E2I2)≤[ω2]；
In the formula: omega2max-calculated values of maximum deflection of minor ridges in mm;
Kw3the deflection coefficient of the three-span equal-span continuous beam is 0.677;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in mm;
E2-elastic modulus of inferior corrugation, unit N/mm2；
I2Moment of inertia in units of mm for a section of minor arris4；
[ω2]The value of allowable deflection of minor edge is taken to be lc400, unit mm;
sixthly, checking and calculating the bearing capacity of the main beam:
6.1 checking calculation of bearing capacity when main beam is simply supported beam
6.1.1, calculating a design value of the counterforce of the secondary ridge support: f ═ KAbout V3qclc；
In the formula: f, designing the maximum support counterforce of the secondary arris, and measuring the unit KN;
Kabout V3The sum of the absolute values of the left and right shear coefficients of the second support of the three-span equal-span continuous beam is 1.1;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
6.1.2, calculating the design value of the equivalent uniform load of the main edge: q. q.sz＝nF/lz
In the formula: q. q.sz-designing the equivalent uniform load of the main edge in KN/m;
n-the number of lenz roots;
f, designing the maximum support counterforce of the secondary arris, and measuring the unit KN;
lz-main ridge span, in m;
6.1.3 checking calculation of bending strength of main edge
Calculating the maximum bending moment of the main beam:
checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3-masterCalculated value of the flexural strength of corrugation in N/mm2；
W3Moment of resistance of main edge section in mm3；
[σ3]Design value of bending strength of main edge in N/mm2；
6.1.4, checking and calculating the deflection of the main corrugation:
in the formula: omega3max-calculated maximum deflection of the main ridge in mm;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
6.2 checking calculation of bearing capacity when main ridge is a two-span equal-span continuous beam
6.2.1, checking calculation of bending strength of main edge
Calculating the maximum bending moment of the main beam: m3max＝KM2qzlz 2；
Checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
KM2the bending moment coefficient of the two-span equal-span continuous beam is 0.125;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
[σ3]Design value of bending strength of main edge in N/mm2；
6.2.2, checking and calculating the deflection of the main corrugation: omega3max＝(Kw2qzlz 4)/(100E3I3)≤[ω3]；
In the formula: omega3max-calculated maximum deflection of the main ridge in mm;
Kw2the deflection coefficient of the two-span equal-span continuous beam is 0.521;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
6.3 checking calculation of bearing capacity when main ridge is three-span equal-span continuous beam
6.3.1, checking calculation of bending strength of main arris
Calculating the maximum bending moment of the main beam: m3max＝KM3qzlz 2；
Checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
6.3.2, checking and calculating the deflection of the main corrugation: omega3max＝(Kw3qzlz 4)/(100E3I3)≤[ω3]；
In the formula: omega3max-calculated maximum deflection of the main ridge in mm;
Kw3-three span equal span continuous beam deflection coefficient, 0.677;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
seventhly, checking and calculating the bearing capacity of the split bolt:
7.1 checking and calculating the bearing capacity of the split bolt when the main edge is a simply supported beam
7.1.1, calculating the axial force design value of the split bolt: n is a radical of1＝qzlz/2；
7.1.2, checking and calculating tensile strength of the split bolt:
7.2, checking and calculating the bearing capacity of the split bolt when the main edge is a two-span equal-span continuous beam
7.2.1, calculating the axial force design value of the split bolt: n is a radical of2＝KAbout V2qzlz；
7.2.2, checking and calculating tensile strength of the split bolt:
7.3, checking and calculating the bearing capacity of the split bolt when the main edge is a three-span equal-span continuous beam
7.3.1, calculating the axial force design value of the split bolt: n is a radical of3＝KAbout V3qzlz；
7.3.2, checking and calculating tensile strength of the split bolt:
in the above formula: n is a radical of1、N2、N3The main ridges are respectively designed values of axial force of the split bolt in unit KN when the main ridges are simply supported beams, two-span equal-span continuous beams and three-span equal-span continuous beams;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
Ancross-sectional area of the split bolt in mm2；
ft bDesign value of tensile strength of split bolt in N/mm2；
KAbout V2Taking the sum of the absolute values of the left and right shear coefficients of the intermediate support of the two-span equal-span continuous beam, and taking 1.25;
Kabout V3The sum of the absolute values of the left and right shear coefficients of the second support of the three-span equal-span continuous beam is 1.1;
eighthly, rechecking and checking calculation of tensile strength of structural steel bars, Ni≤πr2fy；
In the formula NiRespectively with N1、N2、N3Designing the corresponding axial force of the split bolt, namely unit KN;
r-radius of structural steel bar, unit mm;
fydesign value of tensile strength of structural steel bar in N/mm2；
Ninth, manufacturing a template:
9.1, cutting and combining the bamboo plywood panel with the outer contour width and height equal to those of the concrete side surface;
9.2, cutting and combining square wood secondary ridges with the length equal to the width of the concrete side;
9.3, adopting sunk screws with the diameter of 2-3 mm, connecting the secondary edge and the panel into a whole, and drilling bolt reserved holes on the panel to form the assembled template;
tenth, manufacturing a main ridge:
cutting a Q235-level channel steel main edge with the same height as the template;
eleven, manufacturing bolts and backing plates thereof:
manufacturing a bolt by adopting HRB 400-grade steel bar mantle fiber; cutting a Q235-grade steel plate to manufacture a backing plate;
and twelfth, bolt connection:
12.1, connecting and lengthening structural steel bars at corresponding positions of the bolts by adopting straight thread sleeves, threading at two ends of the straight structural steel bars and installing the straight thread sleeves;
12.2, screwing the bolts into the straight thread sleeves at two ends of the straight structural steel bar to form template split bolts;
12.3, aligning two ends of the horizontal section of the hook structural steel bar at the corresponding position of the bolt with the axis of the bolt, and connecting by adopting gas shielded welding to form a template split bolt;
12.4, welding a template limiter on the split bolts;
thirteen, positioning and fixing the template:
13.1, hoisting the template in place by adopting a crane, and penetrating a split bolt into a bolt reserved hole of the panel;
13.2, temporarily fixing the template after the main ribs, the base plate and the nuts are installed, and tightening the nuts to firmly fix the template after correcting the position and the verticality of the template to meet the requirements;
fourteen, concrete pouring:
the thickness of the concrete poured once is 1.0-2.0 m, the concrete is poured from the middle part to the periphery of the concrete plane, the upper layer concrete is poured before the lower layer concrete is initially set, and the concrete is sequentially pushed to the top so as to ensure that no construction cold joint is generated between the pouring layers.
Wherein, the preferred scheme is as follows:
in the step nine, the thickness of the bamboo plywood panel is 12-15 mm; the secondary-corrugation cross section of the square wood is 50mm, multiplied by 70 mm to 60 mm and multiplied by 80 mm; and when the length of the whole secondary edge is smaller than the width of the concrete, connecting the long secondary edges by adopting tenon-and-mortise type adhesive connection.
And in the step ten, the main beam is two parallel 8# -16 # channel steel.
The bolt in the eleventh step is manufactured by using the blanking residual short steel bar, the diameter is 18 mm-32 mm, and the length is the sum of the height of the main corrugated section, the height of the secondary corrugated section and 100 mm-150 mm.
In the eleventh step, the thickness of the backing plate is 10-15 mm, the width of the backing plate is 50-60 mm, and the length of the backing plate is the sum of the width of the flanges of the two parallel channel steel main edges and the diameter of the bolt.
And in the step twelve, the straight structural steel bars and the hook structural steel bars are collectively called structural steel bars.
And in the thirteenth step, the template limiter is manufactured by blanking residual short reinforcing steel bars with the diameter of 10-12 mm and the length of 80-120 mm, and the outer side of the template limiter is flush with the outer edge of the concrete.
Compared with the prior art, the invention has the following beneficial effects:
1) providing a scientific calculation model and a design and construction method for the side formwork engineering of the thick and large concrete structure;
2) structural steel bars and short bolts are connected to form the thick concrete side formwork split bolts, the using amount of bolt steel is only 1/500 of that of bolt steel in the prior art, and the requirements of energy conservation and environmental protection are met;
3) the short bolts are connected with the structural steel bars, the structural design reinforcement ratio is not changed, and the key technical problem of brittle failure of the component caused by the arrangement of the dense through-length counter-pulling bolts in the traditional technology can be solved;
4) the prestress of the structural reinforcing steel bars is established by utilizing the lateral pressure action of the concrete, the temperature shrinkage stress of the mass concrete can be offset, and the aim of inhibiting the cracking of the mass concrete structure is fulfilled;
5) the key technical problem that the strength and the rigidity of the ultra-large span main edge can not meet the requirements is solved by utilizing two parallel channel steels;
6) the template can be processed in a factory manner, is constructed in an on-site assembly manner, is simple to operate, high in construction efficiency, stable and reliable in quality, meets the requirements of complementary advantages, energy conservation, consumption reduction and green construction, has a template design and construction technology forward-looking lead effect and remarkable social and economic benefits, and has a wide popularization and application prospect.
Drawings
FIG. 1 is a schematic side elevational view of the inventive side form;
FIG. 2 is a schematic cross-sectional side view of the inventive die plate.
In the figure: 1. a panel; 2. secondary corrugation; 3. main corrugation; 4. a base plate; 5. a bolt; 6. a nut; 7. gas shielded welding; 8. hook structure steel bars; 9. concrete; 10. a straight threaded sleeve; 11. a template limiter; 12. straight structural steel bar.
Detailed Description
Embodiments of the invention are further described below with reference to the accompanying drawings:
example 1:
as shown in fig. 1-2, the method for designing and constructing the side formwork of the thick and large concrete structure in the embodiment includes the following steps:
firstly, determining a template system calculation model:
1.1, determining the arrangement direction and the distance of the secondary ridges 2 and the main ridges 3:
the secondary edge 2 is horizontally arranged, and the distance is 200-250 mm; the main ridges 3 are vertically arranged, the spacing is 400-600 mm, and the spacing is coordinated with the horizontal spacing multiple of the structural steel bars;
1.2, determining a panel 1 calculation model:
the panel 1 takes a secondary ridge 2 as a support, and a calculation model is determined according to a three-span equal-span continuous beam;
1.3, determining a secondary ridge 2 calculation model:
the secondary ridge 2 takes the main ridge 3 as a support, and a calculation model is determined according to the three-span equal-span continuous beam;
1.4, determining a main ridge 3 calculation model:
the main beam 3 takes a split bolt as a support, and when no structural steel bar exists in the middle of the concrete 9 in the vertical direction, a calculation model is determined according to the simply supported beam; when the vertical middle part of the concrete 9 is provided with a row of structural steel bars, determining a calculation model according to the two-span equal-span continuous beam; when two or more rows of structural steel bars are arranged in the vertical middle of the concrete 9, determining a calculation model according to the three-span equal-span continuous beam;
1.5, determining the once pouring thickness of concrete 9:
the one-time pouring thickness of the concrete 9 is determined according to 1.0 m-2.0 m;
secondly, determining the axial tension of the split bolt:
2.1, determining the space between the split bolts:
the horizontal spacing of the split bolts is equal to the spacing of the main ridges 3, and the vertical spacing of the split bolts is equal to the vertical spacing of the structural steel bars;
2.2, determining the axial tension of the split bolt:
when the main edge 3 is a simply supported beam, determining the axial tension of the split bolt according to the counter-force of the support of the main edge 3; when the main edge 3 is a two-span equal-span continuous beam, determining the axial tension of the split bolt according to the sum of the absolute values of the left and right shearing forces of the middle support of the main edge 3; when the main edge 3 is a three-span equal-span continuous beam, determining the axial tension of the split bolt according to the sum of the absolute values of the left and right shearing forces of the second support of the main edge 3;
thirdly, determining the material of a stressed member of the template system:
adopting a bamboo plywood panel, square wood secondary ridges, Q235-grade channel steel main ridges, a backing plate 4, HRB 400-grade bolts and nuts 6;
fourthly, checking and calculating the bearing capacity of the panel 1:
4.1, calculating the standard pressure value of the panel 1: gk＝γcH；
In the formula: gk-standard value of panel side pressure, in KN/m2；
γcConcrete unit weight, taking 24KN/m3；
H, the thickness of the concrete poured at one time is unit m;
4.2, calculating the design value of the uniform load of the panel 1: q. q.sm＝(γGGk+γQQk)B；
In the formula: q. q.sm-design value of load uniformly distributed on the panel, unit KN/m;
γG-panel side pressure polynomial coefficient, 1.2;
Gk-standard value of panel side pressure, in KN/m2；
γQ-the horizontal load component coefficient generated by pouring the concrete is taken as 1.4;
Qkstandard value of horizontal load produced by pouring concrete, in KN/m2；
B, a panel calculation unit, wherein the thickness is 1000 mm;
4.3 checking calculation of bending strength of panel 1
Calculating the maximum bending moment of the panel 1:
and (3) checking and calculating the bending strength of the panel 1: sigma1＝M1max/W1≤[σ1]；
In the formula: m1max-maximum bending moment value of the panel, in units of KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qm-design value of load uniformly distributed on the panel, unit KN/m;
lm-panel span, in m;
σ1calculated bending strength of the panel in N/mm2；
W1-panel section moment of resistance, in mm3；
[σ1]Design value of bending strength of panel in N/mm2；
4.4, checking and calculating deflection of the panel 1: omega1max＝(Kw3qmlm 4)/(100E1I1)≤[ω1]；
In the formula: omega1max-calculated maximum deflection of the panel in mm;
Kw3the deflection coefficient of the three-span equal-span continuous beam is 0.677;
qm-design value of load uniformly distributed on the panel, unit KN/m;
lm-panel span, in mm;
E1modulus of elasticity of the panel, in N/mm2；
I1Moment of inertia in unit mm for panel section4；
[ω1]-the value of permissible panel deflection is taken from lm400, unit mm;
fifthly, checking and calculating the bearing capacity of the secondary arris 2:
5.1, calculating the design value of uniformly distributed load of the secondary ridge 2: q. q.sc＝(γGGk+γQQk)a；
In the formula: q. q.sc-designing the load distribution of the secondary ridges in KN/m;
γG-panel side pressure polynomial coefficient, 1.2;
Gk-standard value of panel side pressure, in KN/m2；
γQ-the horizontal load polynomial coefficient generated by pouring concrete is taken as 1.4;
Qkstandard value of horizontal load produced by pouring concrete, in KN/m2；
a-the lenz spacing, unit m;
5.2, checking calculation of bending strength of concha 2
Calculating the maximum bending moment of the secondary arris 2: m2max＝KM3qclc 2；
And (3) checking and calculating the bending strength of the secondary arris 2: sigma2＝M2max/W2≤[σ2]；
In the formula: m2max-maximum moment of stiffness in KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
σ2calculated value of once-corrugation bending strength in N/mm2；
W2Moment of resistance of sub-corrugation cross section in mm3；
[σ2]Design value of bending strength of minor flute in unit of N/mm2；
5.3, checking and calculating the shear strength of the secondary fillet 2:
maximum shear design value of minor ridge 2: v is KV3 leftqclc；
The shear strength of the concha 2 is determined according to the following formula that tau is equal to (3V/2bh) and is less than or equal to fV；
In the formula: v is a maximum shear design value of the minor edge, unit KN;
Kv3 leftTaking 0.6 as the left shear coefficient of the second support of the three-span equal-span continuous beam;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
design value of tau-concha shear stress in N/mm2；
b-the width of the section of the secondary arris in mm;
h-the height of the section of the secondary edge in mm;
fVdesign value of shear strength of minor fillet in N/mm2；
5.4, checking and calculating the deflection of the minor ridge 2: omega2max＝(Kw3qclc 4)/(100E2I2)≤[ω2]；
In the formula: omega2max-calculated values of maximum deflection of minor ridges in mm;
Kw3the deflection coefficient of the three-span equal-span continuous beam is 0.677;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in mm;
E2-elastic modulus of inferior corrugation, unit N/mm2；
I2Moment of inertia in units of mm for a section of minor arris4；
[ω2]The value of allowable deflection of minor edge is taken to be lc/400，Unit mm;
sixthly, checking and calculating the bearing capacity of the main ridge 3:
6.1 checking calculation of bearing capacity when main beam 3 is simply supported beam
6.1.1, calculating a designed counter force value of a secondary ridge 2 support: f ═ KAbout V3qclc；
In the formula: f, designing the maximum support counterforce of the secondary arris, and measuring the unit KN;
Kabout V3The sum of the absolute values of the left and right shear coefficients of the second support of the three-span equal-span continuous beam is 1.1;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
6.1.2, calculating the design value of the equivalent uniform load of the main ridge 3: q. q.sz＝nF/lz
In the formula: q. q.sz-designing the equivalent uniform load of the main edge in KN/m;
n-the number of lenz roots;
f, designing the maximum support counterforce of the secondary arris, and measuring the unit KN;
lz-main ridge span, in m;
6.1.3 checking calculation of bending strength of main edge 3
Calculating the maximum bending moment of the main beam 3:
and (3) checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
[σ3]Design value of bending strength of main edge in N/mm2；
6.1.4, checking and calculating the deflection of the main edge 3:
in the formula: omega3max-calculated maximum deflection of the main ridge in mm;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
6.2 checking calculation of bearing capacity when the main edge 3 is a two-span equal-span continuous beam
6.2.1 checking calculation of bending strength of main edge 3
Calculating the maximum bending moment of the main beam 3: m3max＝KM2qzlz 2；
And (3) checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
KM2the bending moment coefficient of the two-span equal-span continuous beam is 0.125;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
[σ3]Design value of bending strength of main edge in N/mm2；
6.2.2. Checking and calculating the deflection of the main edge 3: omega3max＝(Kw2qzlz 4)/(100E3I3)≤[ω3]；
In the formula: omega3max-calculated maximum deflection of the main ridge in mm;
Kw2the deflection coefficient of the two-span equal-span continuous beam is 0.521;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
6.3 checking calculation of bearing capacity when the main beam 3 is a three-span equal-span continuous beam
6.3.1 checking calculation of bending strength of main edge 3
Calculating the maximum bending moment of the main beam 3: m3max＝KM3qzlz 2；
And (3) checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
6.3.2, checking and calculating the deflection of the main edge 3: omega3max＝(Kw3qzlz 4)/(100E3I3)≤[ω3]；
In the formula: omega3max-calculated maximum deflection of the main ridge in mm;
Kw3-three span equal span continuous beam deflection coefficient, 0.677;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
seventhly, checking and calculating the bearing capacity of the split bolt:
7.1, checking and calculating the bearing capacity of the split bolt when the main edge 3 is a simply supported beam
7.1.1, calculating the axial force design value of the split bolt: n is a radical of1＝qzlz/2；
7.1.2, checking and calculating tensile strength of the split bolt:
7.2, checking and calculating the bearing capacity of the split bolt when the main edge 3 is a two-span equal-span continuous beam
7.2.1, calculating the axial force design value of the split bolt: n is a radical of2＝KAbout V2qzlz；
7.2.2, checking and calculating tensile strength of the split bolt:
7.3, checking and calculating the bearing capacity of the split bolt when the main edge 3 is a three-span equal-span continuous beam
7.3.1, calculating the axial force design value of the split bolt: n is a radical of3＝KAbout V3qzlz；
7.3.2, checking and calculating tensile strength of the split bolt:
in the above formula: n is a radical of1、N2、N3The main ridges are respectively designed values of axial force of the split bolt in unit KN when the main ridges are simply supported beams, two-span equal-span continuous beams and three-span equal-span continuous beams;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
Ancross-sectional area of the split bolt in mm2；
ft bDesign value of tensile strength of split bolt in N/mm2；
KAbout V2Taking the sum of the absolute values of the left and right shear coefficients of the intermediate support of the two-span equal-span continuous beam, and taking 1.25;
Kabout V3The sum of the absolute values of the left and right shear coefficients of the second support of the three-span equal-span continuous beam is 1.1;
eighthly, rechecking and checking calculation of tensile strength of structural steel bars, Ni≤πr2fy；
In the formula NiRespectively with N1、N2、N3Designing the corresponding axial force of the split bolt, namely unit KN;
r-radius of structural steel bar, unit mm;
fydesign value of tensile strength of structural steel bar in N/mm2；
Ninth, manufacturing a template:
9.1, cutting and combining the bamboo plywood panel with the width and the height equal to the outer contour of the side surface of the concrete 9;
9.2, cutting and combining square wood secondary ridges with the length equal to the width of the side face of the concrete 9;
9.3, adopting sunk screws with the diameter of 2-3 mm, connecting the secondary edge 2 and the panel 1 into a whole, and drilling a bolt 5 reserved hole on the panel 1 to form the assembled template;
tenth, manufacturing a main ridge 3:
cutting a Q235-level channel steel main edge with the same height as the template;
eleven, manufacturing the bolt 5 and the backing plate 4 thereof:
manufacturing a bolt 5 by adopting HRB 400-grade steel bar mantle fiber; cutting a Q235-grade steel plate to manufacture a backing plate 4;
twelve, bolt 5 connection:
12.1, connecting and lengthening structural steel bars at the corresponding positions of the bolts 5 by adopting straight thread sleeves 10, threading at two ends of a straight structural steel bar 12 and installing the straight thread sleeves 10;
12.2, screwing the bolt 5 into the straight thread sleeves 10 at two ends of the straight structural steel bar 12 to form a template split bolt;
12.3, aligning two ends of the horizontal section of the hook structural steel bar 8 at the corresponding position of the bolt 5 with the axis of the bolt 5, and connecting by adopting gas shielded welding 7 to form a template split bolt;
12.4, welding a template limiter 11 on the split bolt;
thirteen, positioning and fixing the template:
13.1, hoisting the template in place by adopting a crane, and penetrating a split bolt into a bolt 5 reserved hole of the panel 1;
13.2, temporarily fixing the template after the main edge 3, the backing plate 4 and the nut 6 are installed, and screwing the nut 6 to firmly fix the template after the position and the verticality of the template are corrected to meet the requirements;
fourteen, pouring concrete 9:
the one-time pouring thickness of the concrete 9 is 1.0 m-2.0 m, the concrete is poured from the middle part to the periphery of the plane of the concrete 9, the upper layer concrete 9 is poured before the initial setting of the lower layer concrete 9, and the circulation is sequentially promoted to the top, so that no construction cold joint is generated between pouring layers.
Wherein, the thickness of the bamboo plywood panel in the step nine is 12 mm-15 mm; the secondary-corrugation cross section of the square wood is 50mm, multiplied by 70 mm to 60 mm and multiplied by 80 mm; when the length of the whole secondary ridge 2 is smaller than the width of the concrete 9, the secondary ridge 2 is connected by adopting tenon-and-mortise type adhesive connection; in the step ten, the main beam 3 is two parallel 8# to 16# channel steels; the bolt 5 in the eleventh step is manufactured by using the blanking residual short steel bar, the diameter is 18 mm-32 mm, and the length is the sum of the section height of the main edge 3, the section height of the secondary edge 2 and 100 mm-150 mm.
In the eleventh step, the thickness of the backing plate 4 is 10-15 mm, the width of the backing plate is 50-60 mm, and the length of the backing plate is the sum of the width of flanges of the two parallel channel steel main edges and the diameter of the bolt 5; the straight structural steel bars 12 and the hook structural steel bars 8 in the step twelve are collectively called structural steel bars; in the thirteenth step, the template stopper 11 is made of the blanking residual short reinforcing steel bars with the diameter of 10 mm to 12 mm and the length of 80 mm to 120 mm, and the outer side of the template stopper 11 is flush with the outer edge of the concrete 9.
Claims (7)
1. A design and construction method for a side formwork of a thick and large concrete structure is characterized by comprising the following steps:
firstly, determining a template system calculation model:
1.1, determining the arrangement direction and the distance of the secondary ridges and the main ridges:
the secondary edges are horizontally arranged, and the spacing is 200-250 mm; the main ridges are vertically arranged, the spacing is 400-600 mm, and the main ridges are coordinated with the horizontal spacing multiple of the structural steel bars;
1.2, determining a panel calculation model:
the panel takes a secondary ridge as a support, and a calculation model is determined according to a three-span equal-span continuous beam;
1.3, determining a secondary ridge calculation model:
the secondary ridges take the main ridges as supports, and a calculation model is determined according to the three-span equal-span continuous beam;
1.4, determining a main ridge calculation model:
the main beam takes a split bolt as a support, and when no structural steel bar exists in the middle of the vertical direction of the concrete, a calculation model is determined according to the simply supported beam; when a row of structural steel bars are arranged in the vertical middle part of the concrete, determining a calculation model according to a two-span equal-span continuous beam; when two or more rows of structural steel bars are arranged in the vertical middle part of the concrete, determining a calculation model according to the three-span equal-span continuous beam;
1.5, determining the once pouring thickness of concrete:
the primary pouring thickness of the concrete is determined according to 1.0-2.0 m;
secondly, determining the axial tension of the split bolt:
2.1, determining the space between the split bolts:
the horizontal spacing of the split bolts is equal to the spacing of the main ridges, and the vertical spacing of the split bolts is equal to the vertical spacing of the structural steel bars;
2.2, determining the axial tension of the split bolt:
when the main edge is a simply supported beam, determining the axial tension of the split bolt according to the counter-force of the support of the main edge; when the main edge is a two-span equal-span continuous beam, determining the axial tension of the split bolt according to the sum of the absolute values of the left and right shearing forces of the middle support of the main edge; when the main edge is a three-span equal-span continuous beam, determining the axial tension of the split bolt according to the sum of the absolute values of the left and right shearing forces of the second support of the main edge;
thirdly, determining the material of a stressed member of the template system:
adopting a bamboo plywood panel, square wood secondary ridges, Q235-grade channel steel main ridges, a backing plate, HRB 400-grade bolts and nuts;
checking and calculating the bearing capacity of the panel:
4.1, calculating a panel side pressure standard value: gk＝γcH；
In the formula: gk-standard value of panel side pressure, in KN/m2；
γcConcrete unit weight, taking 24KN/m3；
H, the thickness of the concrete poured at one time is unit m;
4.2, calculating a design value of uniformly distributed load of the panel: q. q.sm＝(γGGk+γQQk)B；
In the formula: q. q.sm-design value of load uniformly distributed on the panel, unit KN/m;
γG-panel side pressure polynomial coefficient, 1.2;
Gk-standard value of panel side pressure, in KN/m2；
γQ-the horizontal load component coefficient generated by pouring the concrete is taken as 1.4;
Qk-pouringStandard value of horizontal load produced by concrete, unit KN/m2；
B, a panel calculation unit, wherein the thickness is 1000 mm;
4.3 checking calculation of bending strength of panel
Calculating the maximum bending moment of the panel:
and (3) checking and calculating the bending strength of the panel: sigma1＝M1max/W1≤[σ1]；
In the formula: m1max-maximum bending moment value of the panel, in units of KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qm-design value of load uniformly distributed on the panel, unit KN/m;
lm-panel span, in m;
σ1calculated bending strength of the panel in N/mm2；
W1-panel section moment of resistance, in mm3；
[σ1]Design value of bending strength of panel in N/mm2；
4.4, checking and calculating panel deflection: omega1max＝(Kw3qmlm 4)/(100E1I1)≤[ω1]；
In the formula: omega1max-calculated maximum deflection of the panel in mm;
Kw3the deflection coefficient of the three-span equal-span continuous beam is 0.677;
qm-design value of load uniformly distributed on the panel, unit KN/m;
lm-panel span, in mm;
E1modulus of elasticity of the panel, in N/mm2；
I1Moment of inertia in unit mm for panel section4；
[ω1]-the value of permissible panel deflection is taken from lm400, unit mm;
fifthly, checking and calculating the bearing capacity of the secondary arris:
5.1, calculating the design value of the uniform distribution load of the secondary ridges: q. q.sc＝(γGGk+γQQk)a；
In the formula: q. q.sc-designing the load distribution of the secondary ridges in KN/m;
γG-panel side pressure polynomial coefficient, 1.2;
Gk-standard value of panel side pressure, in KN/m2；
γQ-the horizontal load polynomial coefficient generated by pouring concrete is taken as 1.4;
Qkstandard value of horizontal load produced by pouring concrete, in KN/m2；
a-the lenz spacing, unit m;
5.2 checking calculation of bending strength of inferior arris
Calculating the maximum bending moment of the secondary arris: m2max＝KM3qclc 2；
Checking and calculating the bending strength of the inferior arris: sigma2＝M2max/W2≤[σ2]；
In the formula: m2max-maximum moment of stiffness in KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
σ2calculated value of once-corrugation bending strength in N/mm2；
W2Moment of resistance of sub-corrugation cross section in mm3；
[σ2]Design value of bending strength of minor flute in unit of N/mm2；
5.3, checking and calculating the shear strength of the secondary corrugation:
maximum shear design value of minor edge: v is KV3 leftqclc；
Minor ridgeThe shear strength is calculated according to the following formula that tau is not more than (3V/2bh) and not more than fV；
In the formula: v is a maximum shear design value of the minor edge, unit KN;
Kv3 leftTaking 0.6 as the left shear coefficient of the second support of the three-span equal-span continuous beam;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
design value of tau-concha shear stress in N/mm2；
b-the width of the section of the secondary arris in mm;
h-the height of the section of the secondary edge in mm;
fVdesign value of shear strength of minor fillet in N/mm2；
5.4, checking and calculating the sub-corrugation deflection: omega2max＝(Kw3qclc 4)/(100E2I2)≤[ω2]；
In the formula: omega2max-calculated values of maximum deflection of minor ridges in mm;
Kw3the deflection coefficient of the three-span equal-span continuous beam is 0.677;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in mm;
E2-elastic modulus of inferior corrugation, unit N/mm2；
I2Moment of inertia in units of mm for a section of minor arris4；
[ω2]The value of allowable deflection of minor edge is taken to be lc400, unit mm;
sixthly, checking and calculating the bearing capacity of the main beam:
6.1 checking calculation of bearing capacity when main beam is simply supported beam
6.1.1, calculating a design value of the counterforce of the secondary ridge support: f ═ KAbout V3qclc；
In the formula: f, designing the maximum support counterforce of the secondary arris, and measuring the unit KN;
Kabout V3The sum of the absolute values of the left and right shear coefficients of the second support of the three-span equal-span continuous beam is 1.1;
qc-designing the load distribution of the secondary ridges in KN/m;
lc-minor ridge span, in m;
6.1.2, calculating the design value of the equivalent uniform load of the main edge: q. q.sz＝nF/lz
In the formula: q. q.sz-designing the equivalent uniform load of the main edge in KN/m;
n-the number of lenz roots;
f, designing the maximum support counterforce of the secondary arris, and measuring the unit KN;
lz-main ridge span, in m;
6.1.3 checking calculation of bending strength of main edge
Calculating the maximum bending moment of the main beam:
checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
[σ3]Design value of bending strength of main edge in N/mm2；
6.1.4, checking and calculating the deflection of the main corrugation:
in the formula: omega3max-calculated maximum deflection of the main ridge in mm;
qzequivalent uniform load of main ridgeLoading design value, unit KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
6.2 checking calculation of bearing capacity when main ridge is a two-span equal-span continuous beam
6.2.1, checking calculation of bending strength of main edge
Calculating the maximum bending moment of the main beam: m3max＝KM2qzlz 2；
Checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
KM2the bending moment coefficient of the two-span equal-span continuous beam is 0.125;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
[σ3]Design value of bending strength of main edge in N/mm2；
6.2.2, checking and calculating the deflection of the main corrugation: omega3max＝(Kw2qzlz 4)/(100E3I3)≤[ω3]；
In the formula: omega3max-calculated maximum deflection of the main ridge in mm;
Kw2the deflection coefficient of the two-span equal-span continuous beam is 0.521;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia in mm of main edge section4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
6.3 checking calculation of bearing capacity when main ridge is three-span equal-span continuous beam
6.3.1, checking calculation of bending strength of main arris
Calculating the maximum bending moment of the main beam: m3max＝KM3qzlz 2；
Checking and calculating the bending strength of the main edge: sigma3＝M3max/W3≤[σ3]；
In the formula: m3max-the maximum bending moment value of the main beam, in units of KN · m;
KM3the bending moment coefficient of the three-span equal-span continuous beam is 0.1;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
σ3calculated value of bending strength of main edge in N/mm2；
W3Moment of resistance of main edge section in mm3；
6.3.2, checking and calculating the deflection of the main corrugation: omega3max＝(Kw3qzlz 4)/(100E3I3)≤[ω3]；
In the formula: omega3max-calculated maximum deflection of the main ridge in mm;
Kw3-three span equal span continuous beam deflection coefficient, 0.677;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in mm;
E3principal prismatic modulus of elasticity, in N/mm2；
I3Moment of inertia of main edge sectionUnit mm4；
[ω3]The value of the allowable deflection of the main edge is taken asz400, unit mm;
seventhly, checking and calculating the bearing capacity of the split bolt:
7.1 checking and calculating the bearing capacity of the split bolt when the main edge is a simply supported beam
7.1.1, calculating the axial force design value of the split bolt: n is a radical of1＝qzlz/2；
7.1.2, checking and calculating tensile strength of the split bolt:
7.2, checking and calculating the bearing capacity of the split bolt when the main edge is a two-span equal-span continuous beam
7.2.1, calculating the axial force design value of the split bolt: n is a radical of2＝KAbout V2qzlz；
7.2.2, checking and calculating tensile strength of the split bolt:
7.3, checking and calculating the bearing capacity of the split bolt when the main edge is a three-span equal-span continuous beam
7.3.1, calculating the axial force design value of the split bolt: n is a radical of3＝KAbout V3qzlz；
7.3.2, checking and calculating tensile strength of the split bolt:
in the above formula: n is a radical of1、N2、N3The main ridges are respectively designed values of axial force of the split bolt in unit KN when the main ridges are simply supported beams, two-span equal-span continuous beams and three-span equal-span continuous beams;
qz-designing the equivalent uniform load of the main edge in KN/m;
lz-main ridge span, in m;
Ancross-sectional area of the split bolt in mm2；
ft bDesign value of tensile strength of split bolt in N/mm2；
KAbout V2Taking the sum of the absolute values of the left and right shear coefficients of the intermediate support of the two-span equal-span continuous beam, and taking 1.25;
Kabout V3The sum of the absolute values of the left and right shear coefficients of the second support of the three-span equal-span continuous beam is 1.1;
eighthly, rechecking and checking calculation of tensile strength of structural steel bars, Ni≤πr2fy；
In the formula NiRespectively with N1、N2、N3Designing the corresponding axial force of the split bolt, namely unit KN;
r-radius of structural steel bar, unit mm;
fydesign value of tensile strength of structural steel bar in N/mm2；
Ninth, manufacturing a template:
9.1, cutting and combining the bamboo plywood panel with the outer contour width and height equal to those of the concrete side surface;
9.2, cutting and combining square wood secondary ridges with the length equal to the width of the concrete side;
9.3, adopting sunk screws with the diameter of 2-3 mm, connecting the secondary edge and the panel into a whole, and drilling bolt reserved holes on the panel to form the assembled template;
tenth, manufacturing a main ridge:
cutting a Q235-level channel steel main edge with the same height as the template;
eleven, manufacturing bolts and backing plates thereof:
manufacturing a bolt by adopting HRB 400-grade steel bar mantle fiber; cutting a Q235-grade steel plate to manufacture a backing plate;
and twelfth, bolt connection:
12.1, connecting and lengthening structural steel bars at corresponding positions of the bolts by adopting straight thread sleeves, threading at two ends of the straight structural steel bars and installing the straight thread sleeves;
12.2, screwing the bolts into the straight thread sleeves at two ends of the straight structural steel bar to form template split bolts;
12.3, aligning two ends of the horizontal section of the hook structural steel bar at the corresponding position of the bolt with the axis of the bolt, and connecting by adopting gas shielded welding to form a template split bolt;
12.4, welding a template limiter on the split bolts;
thirteen, positioning and fixing the template:
13.1, hoisting the template in place by adopting a crane, and penetrating a split bolt into a bolt reserved hole of the panel;
13.2, temporarily fixing the template after the main ribs, the base plate and the nuts are installed, and tightening the nuts to firmly fix the template after correcting the position and the verticality of the template to meet the requirements;
fourteen, concrete pouring:
the thickness of the concrete poured once is 1.0-2.0 m, the concrete is poured from the middle part to the periphery of the concrete plane, the upper layer concrete is poured before the lower layer concrete is initially set, and the concrete is sequentially pushed to the top so as to ensure that no construction cold joint is generated between the pouring layers.
2. The method for designing and constructing the side formwork of the thick and large concrete structure according to claim 1, wherein the thickness of the bamboo plywood panel in the ninth step is 12 mm to 15 mm; the secondary-corrugation cross section of the square wood is 50mm, multiplied by 70 mm to 60 mm and multiplied by 80 mm; and when the length of the whole secondary edge is smaller than the width of the concrete, connecting the long secondary edges by adopting tenon-and-mortise type adhesive connection.
3. The design and construction method of the thick concrete structure side formwork according to claim 1, wherein in the step ten, the main beam is two parallel 8# to 16# steel channels.
4. The method for designing and constructing a side formwork of a thick and large concrete structure according to claim 1, wherein the bolts in the eleventh step are made of the blanked residual short steel bar, the diameter is 18 mm to 32 mm, and the length is the sum of the height of the section of the main corrugation, the height of the section of the secondary corrugation and 100mm to 150 mm.
5. The method for designing and constructing the side formwork of the thick and large concrete structure according to claim 1, wherein the thickness of the first-step padding plate is 10 mm to 15 mm, the width of the padding plate is 50mm to 60 mm, and the length of the padding plate is the sum of the width of the flanges of the main ridges of the two parallel channel steels and the diameter of the bolts.
6. The method for designing and constructing a lateral formwork of a thick and large concrete structure according to claim 1, wherein the straight structural steel bars and the hook structural steel bars in the twelfth step are collectively called structural steel bars.
7. The method for designing and constructing the thick and large concrete structure side formwork according to claim 1, wherein the formwork limiter in the thirteen-step process is manufactured by blanking residual short steel bars with the diameter of 10 mm to 12 mm and the length of 80 mm to 120 mm, and the outer side of the formwork limiter is flush with the outer edge of the concrete.
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| CN110397268B (en) * | 2019-07-20 | 2021-08-31 | 山东金城建设有限公司 | Integrated design and construction method for post-cast ring beam template and plate support of fabricated shear wall |
| CN110629759B (en) * | 2019-09-16 | 2020-11-17 | 中国化学工程第六建设有限公司 | Method for reducing internal and external temperature difference during winter construction of mass concrete foundation |
| CN111139832A (en) * | 2019-12-25 | 2020-05-12 | 红河哈尼族彝族自治州水利水电工程地质勘察咨询规划研究院 | Pouring template system for concrete cushion layer of river levee dam and construction method |
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| CN111927090B (en) * | 2020-08-10 | 2021-10-22 | 湖南省第六工程有限公司 | Steel pipe support construction structure of beam type conversion layer of high-rise building and construction method thereof |
| CN111962860B (en) * | 2020-08-19 | 2022-02-15 | 山东金驰建设有限公司 | Design and construction method of shear key assembly type formwork of hollow sandwich plate |
| CN114457940B (en) * | 2022-01-10 | 2023-09-01 | 中铁四局集团有限公司 | Method for determining thickness of heat preservation template for building construction |
| CN114961048A (en) * | 2022-05-20 | 2022-08-30 | 中铁四局集团建筑工程有限公司 | Reasonable interval arrangement method for primary and secondary ridges based on construction process |
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